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1711 BEACH AVE RES18-0416 DWGS20PREEGINEE"" ROOF TRUSS, ROOF FRAMING P (2)2"x6" SYP NO.2 DOUBLE TOP PLATE. SPLICE TOGETHER w/ 2 ROWS 10d COMMON WIRE NAILS @ 16" O.C. Oct M TS12 cs SIMPSON MTS12 TWISTED RAPS, SEE UPIFT CONNECTOR HEDULE ON SHEET S-23 K3%/4" PLATE WASHER D HEX—NUT '/,"0 THREADED ROD CONNECTOR 2"x6" SPF NO.2 STUDS @ 16" O.C. COUPLER NUT AND 2%2%1/8" PLATE WASHER 2"x6" SYP N0.2 SILL PLATE AT SECOND LEVEL, SEE WALL SECTION 1/,"0 THREADED ROD, DRILLED AND EPDXIED INTO 8" CMU WALL BELOW MTS12 STRAPS FROM ROOF TRUSS TO EXTERIOR WALL FRAMING/8" CMU STEMWALL BELOW 1 DETAIL S-21 SCALE: NTS PREEGINEERED 2pcs SIMPSON MTS12 TWISTED ROOF TRUSS, SEE STRAPS, SEE UPIFT CONNECTOR ROOF FRAMING PLAN SCHEDULE ON SHEET S-23 (2)2"x6" SYP NO.2 DOUBLE TOP PLATE. SPLICE TOGETHER w/ 1pc SIMPSON SPH6 STUD 2 ROWS 10d COMMON PLATE TIE @ 16" O.C. WIRE NAILS @ 16" O.C. �1 M TS12 2"x6" SPF NO.2 STUDS @ 16" O.C. SPH6 2"x6" SYP NO.2 SILL PLATE AT SECOND LEVEL, SEE WALL SECTION 1 pc SIMPSON CS16 COIL STRAP @ 32" O.C. TO WALL FRAMING/FLOOR FRAMING BELOW MTS12 STRAPS FROM TYPICAL ROOF TRUSS TO WALL FRAMING BELOW WITHOUT THREADED ROD SYSTEM 2 DETAIL S-21 SCALE: N.T.S. DOUBLE GIRDER ROOF TRUSS. SEE PREENGINEERED ROOF TRUSS SHOP DRAWINGS (2)2"x6" SYP NO.2 DOUBLE TOP PLATE. SPLICE TOGETHER w/ 2 ROWS 10d COMMON WIRE NAILS @ 16" O.C. HTS24 MSTA24 4pcs SIMPSON HTS24 TWISTED STRAPS, SEE UPIFT CONNECTOR SCHEDULE ON SHEET S-23 3%3'V/4" PLATE WASHER AND HEX—NUT ADD 1/2"0 THREADED ROD CONNECTOR WITHIN 3" OF DOUBLE GIRDER ROOF TRUSS 3pcs 2"x6"SPF NO.2 STUDS AT ROOF GIRDER TRUSS BEARING. COUPLER NUT AND 2%2%1/8" PLATE WASHER 2"x6" SYP NO.2 SILL PLATE AT SECOND LEVEL, SEE WALL SECTION '/2"0 THREADED ROD, DRILLED AND EPDXIED INTO 8" CMU WALL BELOW DOUBLE GIRDER TRUSS FASTENING TO EXTERIOR WALL FRAMING/8" CMU WALL BELOW 3 DETAIL S-21 SCALE: N. T. S. PREENGINEERED ROOF TRUSS "A02". SEE PREENGINEERED ROOF TRUSS SHOP DRAWINGS 2pcs SIMPSON MTS12 TWISTED STRAPS, SEE UPIFT CONNECTOR SCHEDULE ON SHEET S-23 (3)2"x12" SYP NO.2 MASTER BALCONY ROOF HEADER BEAM AT PREENGINEERED ROOF TRUSS ROOF TRUSS FASTENING TO MASTER BALCONY' ROOF HEADER BEAM BELOW 4 DETAI L S-21 SCALE: N.T.S. 1 pc SIMPSON THA29 AT BOTTOM CHORD PERPENDICULAR PREEGINEERED ROOF TRUSS, SEE ROOF FRAMING PLAN PREEGINEERED GIRDER ROOF TRUSS, SEE ROOF FRAMING PLAN BEND OVER STRAP AS REQUIRED AND INSTALL 4-10d NAILS INTO TOP OF BOTTOM CHORD SIMPSON THA29 ADJUSTABLE TRUSS HANGER, FASTEN w/ 16-10d NAILS INTO FACE OF GIRDER TRUSS BOTTOM CHORD AND 4-10d NAILS INTO TRUSS THA29 FLORIDA PRODUCT APPROVAL #10447.19 THA29 FACE MOUNT HANGER FROM ROOF TRUSS TO SUPPORTING GIRDER ROOF TRUSS rT'� DETAIL S-21 SCALE: N.T.S. 5/8" CDX PLYWOOD ROOF SHEATHING 1 ROW 8d RING SHANK COMMON WIRE NAILS @ 3" O.C. LOWER PRE—ENGINEERED ROOF TRUSS @ 24" O.C. `OVERFRAME w/ 2"x6" SYP No.2 RAFTERS @ 24" OC, w/ 2"x6" SYP No.2 COLLAR TIES w/ 8pcs-12d COMMON WIRE NAILS EACH END @ 24" OC. 2"x8" SYP No.2 LEDGER, FASTEN LEDGER TO ROOF THRU PLYWOOD DECK w/ 2—#10x33/4" DECK SCREWS w/ 1" DIA. WASHERS AT EACH TRUSS INTERSECTION 1 pc SIMPSON H2.5A w/ 8-8d COMMON WIRE NAILS FROM RAFTER TO LEDGER LEDGER DETAIL AT OVERFRAMING RAFTER 6 DETAIL S-21 SCALE: N.T.S. T12T. U ° 2"x8" SYP No.2 RIDGE BEAM 0 o ° ° A35 8 / 1 pc SIMPSON A35 CLIP ANGLE AT EACH OVERFRAMING RAFTER TO RIDGE BEAM. FASTEN w/ 12-8dx1'/2" NAILS EACH 2"x6" SYP No.2 OVERFRAMING RAFTERS @ 24" O.C., SEE ROOF FRAMING PLAN. ° ° ° ° °°°° ° ° ° ° ° x -- 2"x6" SYP No.2 COLLAR TIES w/ 8-12d NAILS EACH END, SEE ROOF FRAMING PLAN = NOTE: COLLAR TIE TO BE LOCATED NO HIGHER THAN 2/3 THE TOTAL RAFTER N HEIGHT OF THE RAFTER BEARING OVERFRAMING RAFTER 7 DETAIL S-21 SCALE: NTS NOTE: WATERPROOFING AND FLASHING DESIGNED BY OTHERS 1/2" CDX PLYWOOC WALL SHEATHING FASTEN w/ 8d RING SHANK COMMON WIRE NAILS @ 3" O.C. EDGE AND 6" O.C. FIELD DOUBLE WALL, STAINLESS STEEL FLUE b/ALLUUIN I-NAML CHIMNEY CHASE w/ 2"x6" SYP No.2 STUDS @ 8" O.C. 2pcs SIMPSON CS16 STRAPS AT EACH CORNER OF CHIMNEY FLUE WALLS TO BEAM/WALL FRAMING BELOW N OTE: WATERPRnnFINr? Ar\In FLA` BY 3/4 " P L Al F, SH, NAIL J01� w/ 6— TOE PLAN VIEW AT EXTERIOR CHIMNEY K�8 SECTION S-21 SCALE: 3/4" = 1'-0" 2"x6" SYP No.2 N Q m co (o oN JOISTSZj- AND BLOCKING Q o 0 N N 00 w/ 6-12d COMMON WIRE Q r- U o UJ Q ,o TOE -NAILS EACH END _ C jjj N O CN BALLOON FRAME Lu Q 0 CHIMNEY CHASE w/ W U O rn 2"x6" SYP No.2 0 Q W � L STUDS @ 8" O.C. W Z LU W ILL B IZ li CU uj OYUUjQo N EXTERIOR BRICK FINISH U)< D J U) m 1 AS PER ARCHITECTURAL W in O Q W 4 PLANS AND SECTIONS Q of W �-�, _j QONarn 2pcs SIMPSON CS16 STRAPS UJ 4T T EACH CORNER OF z -_HIMNEY FLUE WALLS TO SEAM/WALL FRAMING BELOW EXTERIOR CHIMNEY FRAMING 9 SECTION S-21 SCALE: 3/4" = 1'-0" MNEY CAP AS PER _�HITECTURAL PLANS TERPROOFING AND SLANT AS PER ;HITECTURAL SNS AND SECTIONS JBLE 2"x6" SYP No.2 ' PLATE. SPLICE ETHER w/ 2 ROWS COMMON WIRE LS @ 12" O.C. CDX PLYWOOD L SHEATHING TEN w/ 8d RING NK COMMON WIRE -S @ 3" O.C. EDGE 6" O.C. FIELD _OON FRAME INEY CHASE w/ >" SYP No.2 DS @ 8" O.C. -RIOR BRICK ;H AS PER -IITECTURAL IS AND SECTIONS W � Q 0 w0 0 WaC) �QW =Q Wm mU WIZ Z"Q IT— J W a O m SCALE: 3/4" = 1'-0" 1' 2' MISCELLANEOUS ROOF DETAILS Sm2l .,N r SHEET 21 OF 23 12/21/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C_ KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSVASCE 7-12 "MINIMUM DESIGN LOADS FORBUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 317-A 707 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. ccka @g 1.co 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE �' INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE _ ��L���� WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" MENTIONED IN NOTE 2. FL P.E. 36820 SIGNATURE IN BLUE INK RAISED SEAL THREADED ROD CONNECTION SYSTEM The contractor shall utilize the all -thread connection system as specified as follows: Uplift connectors from the various preengineered roof trusses, conventional roof framing, conventional overframing, covered balcony framing, and floor framing shall be installed in accordance with the Uplift Connector Schedule. All -Thread Uplift Connection System The all -thread uplift connection system (ATUC) is composed of one 1/2" diameter 36 ksi all -thread rod that runs the full vertical height of the wall, penetrating both the top and bottom plates, and grouted with Simpson Strong -Tie High Strength Epoxy into the slab/stemwall with 8" embedment. Use a 9/16" drill bit for plate and concrete holes. The cast in place 1/2" diameter x 10" anchor bolts specified on structural sheet S-9, may be utilized in lieu of the drilled and epoxied threaded stud at the concrete slab. The top end of the ATUC is bound to the top plate with a 3" square, %" thick washer and a nut. The bottom plate is bound to the slab with a 2"x2% 1/8" thick plate washer and nut. The all -thread may be spliced with a coupler threaded onto the all -thread a minimum distance of 3/4" at each end of the coupler. The coupler shall be rated for allowable tension of 3,200 pounds under wind loading. The locations of ATUC within the above referenced structure shall be as follows: Typical Wall Section 48" o.c. max Minimum Quantity of ATUC Between Corners 2 PCs Along Straight Run of Continuous Bearing Wall Bearing Wall Ends (Not Including Shearwalls) 1 pc within 3" of end studs Header Framing 1 each side of opening within 3" of full height studs Bottom Plate Splices Install W'Ox8" w/ 51/2" embedment Redhead within 12" of splice, each side of splice. ATC may substitute for Redhead. High Uplift Connection Girder Truss 1 each side of and within 3" (uplift > 1500 lbs.) of high uplift girder 3"x3"x1/4" PLATE WASHER AND HEX NUT 2"x6" SYP.NO.2 DOUBLE TOP PLATE. FASTEN TOGETHER w/ 10d COMMON WIRE NAILS @ 16" O.C. PROVIDE 3-10d • COMMON WIRE NAILS EACH SIDE OF SPLICE (TYPICAL) 2"x6" SPF NO.2 STUDS @ 16" O.C. SEE FLOOR PLANS '/2"0 THREADED ROD UPLIFT CONNECTOR DOUBLE TOP PLATE FASTENING AT 1 2 "fib THREADED ROD 1 DETAIL S-2 SCALE: NTS PROVIDE AN ADDITIONAL ROW OF 8d NAILS AT 6" O.C. INTO THE TOP PLATE (IN ADDITION TO OTHER NAILING SPECIFIED IN SCHEDULE. ROD SPACING, SEE ---]h SCHEDULE. NO SPLICE IN DOUBLE TOP PLATE BETWEEN KING STUDS AND FIRST ANCHOR RODS. Shearwall All -Thread Connection System The shearwall all -thread uplift connection (SWATC) system. is composed of one 1/2" diameter 36 ksi all -thread rod that runs the full vertical height of the wall, penetrating both the top and bottom plates, and grouted with Simpson Strong -Tie High Strength Epoxy into the slab/stemwall with 8" embedment. Use a 9/16" drill bit for plate and concrete holes. The cast in place 1/2" diameter x 10" anchor bolts specified on structural sheet S-9, shearwall specifications, may be utilized in lieu of the drilled and epoxied threaded stud at the concrete slab.. The top end of the SWATC is bound to the top plate with a 3" square, %" thick washer and a nut. The bottom plate is bound to the slab with 2"x2" 1/8" thick plate washer and nut. The all -thread may be spliced with a coupler threaded onto the all -thread a minimum distance of 3/4" at each end of the coupler. The coupler shall be rated for allowable tension of 3,200 pounds under wind loading. The locations of SWATC within the above referenced structure shall be as follows: Shearwall Ends 1pc: within 3" of end studs Miscellaneous The installed %" diameter anchor bolts that are not utilized by the all -thread connection system shall receive a 2"x2"x1/8" plate washer and hex nut at the bottom plate. Maintain a minimum edge distance of 2" from the outside edge of the embedded all -thread rod to the outside face of the 8" cmu wall. The top plate shall be free of splits, checks, shakes, and wanes. The hex nut above the top plate shall be tightened to approximately 30ft.-lbs. of torque. Changes in moisture content and the related shrinkage of building materials will effectively eliminate the pre loading caused by the initial tightening of the hex nut. After all rough -ins of the mechanical and electrical trades are complete, and prior to installation of insulation re -tightened the upper hex nuts to the required 30ft.-lbs. of torque. WOOD HEADER BEAM SECURE STRAP TO HEADER BEAM w/ 11-10d COMMON WIRE NAILS '/2"0 ALL -THREAD CONNECTOR ROD @ 48" O.C. SEE LAYOUT ON SHEET S-9 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD FLOOR TRUSSES W/ 10d COMMON WIRE NAILS @ 4" O.C. EDGES AND @ 6" O.C. FIELD 2"x6" SPF No.2 STUDS @ 16" O.C. COUPLER NUT 3"x3"x1/4" PLATE WASHER AND HEX NUT (1)2"x6" SYP No.2 BOTTOM PLATE 2"x4" SYP No.2 CONTINUOUS 1/2" APA RATED WALL SHEATHING FASTENED w/ 8d COMMON WIRE NAILS @ 3" O.C. EDGES AND 6" O.C. FIELD 1 ROW 12d COMMON WIRE TOENAILS @ 6" O.C. 2"x2"x1/s" PLATE WASHER AND COUPLER NUT 2"x8" P.T. SYP NO.2 TOP PLATE, 8"x16" CMU OPEN BOTTOM LINTEL BLOCK TIE BEAM W/ 2-#5 TOP AND 1-#5 BOTTOM, CONTINUOUS 24" SYSTEM 42--/ ZI I _'--2"x8" P.T. SYP No.2 PRE-ENGINEERED FLOOR TOP PLATE w/ 1/2 0 x 10" TRUSSES @ 16"/24" O.C. HOT DIPPED GALVANIZED I ANCHOR BOLTS w/ 2"x2%1/8" COUPLER NUT PLATE WASHER @ 24" O.C. 2"x2"x1/4" PLATE WASHER 1 a 8"x16" CMU OPEN AND HEX NUT BOTTOM LINTEL BLOCK TIE BEAM W/ 2-#5 TOP AND 1-#5 BOTTOM, CONTINUOUS TYPICAL THREADED ROD CONNECTION AT WALL/FLOOR TRANSITION 5 DETAIL S-2 SCALE: 11/2" (2)2"x6" SYP NO.2 DOUBLE TOP PLATE 1 pc SIMPSON CS16 STRAP FROM ABOVE 1_3"x3"x1/4" PLATE WASHER AND HEX NUT 2"x6" SYP.NO.2 DOUBLE TOP PLATE. FASTEN TOGETHER w/ 10d COMMON WIRE NAILS @ 16" O.C. PROVIDE 3-10d COMMON 1/2"0 THREADED ROD WIRE NAILS EACH SIDE ANCHORING SYSTEM OF SPLICE (TYPICAL) SEE DETAIL 3/S-20 1/2"0 THREADED ROD SIMPSON CS16 STRAP FASTENED TO LOWER HEADER BEAM BELOW 2 DETAIL _ S-2 SCALE: N.T.S. ABOVE TOP PLATE, PROVIDE A 3"x3"x1/4" ADD 1pc SIMPSON H2.5 UPLIFT THICK STEEL PLATE WASHER. FASTEN CONNECTOR AT TOP AND WITH A HEX NUT AND ALLOW AT LEAST BOTTOM OF THESE STUDS 3 THREADS TO EXTEND ABOVE TIGHTENED (2)2"x6" SYP No.2 TOP HEX NUT. (TYPICAL) PLATE SPLICE TOGETHER w/ PREENG 2 ROWS 10 INEERED ROOF d COMMON WIRE TRUSS FRAMING (TYPICAL) NAILS @ 16" O.C. TRUSS -TO -PLATE a_ II 11 11 II II I II a_ CONNECTOR, SEE �- E- I�___!i��____�I__ _ NUMBER OF KING STUDS SCHEDULE. .� �I ` ' EACH SIDE OF OPENING I I , 0 0 OjE HEADER SCHEDULE. HEADER, SEE SCHEDULE. CONTINUOUS SHEATHING z z Q Q Q SHALL BE PROVIDED APA RATED o o ABOVE ALL OPENINGS SHEATHING II "fym�J AND, SHALL BE NAILED (TYPICAL) � � � `�I'-�._�- �JI r ©D AOT CR PPLES ABOVE ALONG EDGE LU w w JACK STUDS, Q HEADER. (TYPICAL) Lli SEE HEADER w ABOVE BOTTOM PLATE, -\ = SCHEDULE. = PROVIDE AN ADDITIONAL ROW OF ~ - ~ I- 8d NAILS AT 6" O.C. ONTO ONE OF PROVIDE A 3"x3"x1/ " (o THE KING STUDS ADJACENT TO ALL THICK STEEL PLATE ROUGH OPENING ro Q SEE ARCH. Q OPENINGS. (IN ADDITION TO OTHER WASHER. FASTEN ,4 s NAILING SPECIFIED IN SCHEDULE. WITH A COUPLER. - - (TYPICAL) ]I:_1_1 24" SYSTEM 42 8" EMBEDMENT FOR PRE-ENGINEERED FLOOR 1/2 "0 THREADED ROD AT TRUSSES @ 16"/24" O.C. 8" CMU WALL BELOW 1/2 "0 x 10" HOT DIPPED - GALVANIZED ANCHOR BOLTS 8 CMU WALL w/ 1-#5I i j ' 'I l� '• _ w COUPLER NUT, � " VERTICAL IN CONCRETE �� = !,��. / 2x2 x /8 II - PLATE WASHERS AND FILLED CELLS @ 40" O.C. FIRST LEVEL 8" U WAL S EI HEX 1�'. NUTS. SPACING AS REQUIRED i._ F .... ..... e TO MAINTAIN 24" MAX. SPACING TO NEXT ANCHOR THREADED ROD SYSTEM AT EXTERIOR WALL BOLT OR THREADED ROD. CONDITION 3 THREADED ROD ANCHORING SYSTEM DETAIL SCALE: N.T.S. ROD SPACING, SEE SCHEDULE. FLOOR TRUSS TO DOUBLE TOP PLATE CONNECTOR, SEE UPLIFT SCHEDULE AND SECTIONS ALTERNATE: 1pc SIMPSON MSTA24 FLAT STRAPS EACH SIDE OF DOOR HEADER IF THREADED ROD SYSTEM IS NOT USED NOTE: FASTEN THE H2.5 w/ 10-8dx11/2" COMMON WIRE NAILS FASTEN THE MSTA24 w/ 18-10d COMMON WIRE NAILS T"� PLATE SPLICE AT EXTERIOR WALLS, FASTEN WALL SHEATHING TO DBL. TOP PLATE w/ 8d COMMON WIRE NAILS @ 3" O.C. STAGGERED INTO BOTH PLATES WITHIN 24" OF ANY SPLICE. (TYPICAL) 24" MAX. AT EXTERIOR WALL EXTERIOR CONDITION DBL TOP PLATE SPLICE DETAIL DETAIL S-2 SCALE: 3/4" NO SPLICE IN DOUBLE TOP PLATE BETWEEN FULL HEIGHT KING \ STUDS AND FIRST ANCHOR RODS. 0 ONO 0 I I II II II II C II „ II II II I II �� II II II „ II II II I I II I I I I II I ii II II II II II u 0 I� II II II „ II I I II II II II II I. II II II II II II �I II II II II II II II I II II " II II II II II �� �� II U „ , �i „ „ � II �I II �� �i II II II II II II „ II „ „ „ „ I� II II II II „ () II , II „ I I II , �, II II II .I II II �, II II „ II II ,� �, II II II II II II II I I I II II II �� II �I II II „ 0 Q SEE ARCHITECTURALS Q SEE ARCHITECTURALS HEADER, SEE W < W PLAN o Of 0 u u W Q' W (� C� Q Q W 0 ONO 0 I I II II II II C II „ II II II I II �� II II II „ II II II I I II I I I I II I ii II II II II II u 0 I� II II II „ II I I II II II II II I. II II II II II II �I II II II II II II II I II II " II II II II II �� �� II „ , �i „ „ � II �I II �� �i II II II II II II „ II „ „ „ „ I� II II II II „ 0 II , II „ I I II , �, II II II .I II II �, II II „ II II ,� �, II II II II II II II I I I II II II �� II �I II II „ 0 HEADER, SEE SCHEDULE AND PLANS ROUGH OPENING SEE ARCHITECTURALS Q SEE ARCHITECTURALS Q W < W Q U C) 0 u u W Q' W (� C� Q Q W J LL G W (n M tD Q Q 2"x2"x1/8 " PLA WASHER AND COUPLER NUT U.. Q 4 8" EMBEDMENT FOR 1/2"0 THREADED SOD AT MONOLITHIC GRADE BEAM BELOW \ND EPDXIED 1/20 ED GALVANIZED ) ROD ANCHOR, RAL NOTES AND 'S-22 8" MINIMUM EMBEDMENT ALL DRILLED AND EPDXIED DOWELS SHALL BE INSTALLED WITH SIMPSON STRONG -TIE "SET" TWO COMPONENT EPDXY ADHESIVE OR EQUAL. INSTALLATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS. ALTERNATE DRILLED AND EPDXIED 1/2 "0 THREADED STUD IN LIEU OF ANCHOR BOLT AT FIRST LEVEL 8"CMU WALLS 6 DETAIL S-2 SCALE: 3" 1 pc SIMPSON MSTA24 -�. ADD 1 pc SIMPSON H2.5 UPLIFT CONNECTOR AT TOP AND STRAP EACH SIDE OF BOTTOM OF THESE STUDS DOOR HEADER IF THREADED ROD SYSTEM IS NOT USED 2"x6" SPF N0.2 STUDS @ 16" O.C. 3"x3"x1/4" PLATE - WASHER AND HEX NUT OR COUPLER NUT - 3"x3"x1/4" PLATE WASHER AND HEX NUT - 1/2 "0 THREADED -ROD UPLIFT CONNECTION SYSTEM -2pcs FULL HEIGHT 2"x6" SPF NO.2 STUDS EACH SIDE OF OPENING, MINIMUM. SEE FRAMING PLAN -1 pc 2"x6" SPF NO.2 CRIPPLE STUDS EACH SIDE OF 3'-1" OPENING, OR 2pcs 2"x6" SPF NO.2 CRIPPLE STUDS EACH SIDE OF OPENING UP TO 6'- 4" FRAMING AND STRAPPING AT TYPICAL EXTERIOR WINDOW OPENING ABOVE TOP PLATE, PROVIDE A 3"x3"x1/4" THICK STEEL PLATE WASHER. FASTEN 8 D E TA I L WITH A HEX NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE S-2 SCALE: 1/2" TIGHTENED NUT. (TYPICAL) 1 pc SIMPSON MSTA24 STRAP EACH SIDE OF DOOR HEADER IF THREADED 24" SYSTEM 42 ROD SYSTEM IS NOT USED PRE-ENGINEERED FLOOR _F TRUSSES @ 24" O.C., SEE FLOOR FRAMING PLAN 2pcs FULL HEIGHT 2"x6" 0 SPF NO.2 KING STUDS EACH 0 SIDE OF DOOR OPENING Q 2"x6" SPF N0.2 O STUDS @ 16" O.C. 1 pc 2"x6" SPF NO.2 o CRIPPLE STUDS EACH SIDE w OF 3'-1" OPENING, OR Of 2pcs 2"x6" SPF NO.2 CRIPPLE STUDS EACH SIDE QOF OPENING OVER 3'-6" '/2"0 x 10" HOT DIPPED GALVANIZED ANCHOR BOLTS w/2"x2%1/8" PLATE WASHERS, 4 < AND HEX NUTS. SPACING AS REQUIRED TO MAINTAIN 24" MAX. SPACING TO NEXT ANCHOR BOLT OR THREADED ROD. THREADED ROD SYSTEM AT INTERIOR BEARING WALL THREADED ROD ANCHORING SYSTEM DETAIL SCALE: N.T.S. ADD 1 pc SIMPSON H2.5 UPLIFT CONNECTOR AT TOP AND BOTTOM OF THESE STUDS ONO aM�64"t I I II II II II C II „ II II II I II �� II II II „ II II II I I II I I I I II I ii II II II II II u 0 I� II II II „ II I I II II II II II I. II II II II II II �I II II II II II II II I II II " II II II II II �� �� II „ , �i „ „ � II �I II �� �i II II II II II II „ II „ „ „ „ I� II II II II „ r- II , II „ I I II , �, II II II .I II II �, II II „ II II ,� �, II II II II II II II I I I II II II �� II �I II II „ o HEADER, SEE SCHEDULE AND PLANS ROUGH OPENING SEE ARCHITECTURALS HHEADER, SEE SCHEDULE AND PLANS ROUGH OPENING SEE ARCHITECTURALS o W < W Q U C) 0 u u - 3"x3"x1/4" PLATE WASHER AND HEX NUT - 1/2 "0 THREADED -ROD UPLIFT CONNECTION SYSTEM -2pcs FULL HEIGHT 2"x6" SPF NO.2 STUDS EACH SIDE OF OPENING, MINIMUM. SEE FRAMING PLAN -1 pc 2"x6" SPF NO.2 CRIPPLE STUDS EACH SIDE OF 3'-1" OPENING, OR 2pcs 2"x6" SPF NO.2 CRIPPLE STUDS EACH SIDE OF OPENING UP TO 6'- 4" FRAMING AND STRAPPING AT TYPICAL EXTERIOR WINDOW OPENING ABOVE TOP PLATE, PROVIDE A 3"x3"x1/4" THICK STEEL PLATE WASHER. FASTEN 8 D E TA I L WITH A HEX NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE S-2 SCALE: 1/2" TIGHTENED NUT. (TYPICAL) 1 pc SIMPSON MSTA24 STRAP EACH SIDE OF DOOR HEADER IF THREADED 24" SYSTEM 42 ROD SYSTEM IS NOT USED PRE-ENGINEERED FLOOR _F TRUSSES @ 24" O.C., SEE FLOOR FRAMING PLAN 2pcs FULL HEIGHT 2"x6" 0 SPF NO.2 KING STUDS EACH 0 SIDE OF DOOR OPENING Q 2"x6" SPF N0.2 O STUDS @ 16" O.C. 1 pc 2"x6" SPF NO.2 o CRIPPLE STUDS EACH SIDE w OF 3'-1" OPENING, OR Of 2pcs 2"x6" SPF NO.2 CRIPPLE STUDS EACH SIDE QOF OPENING OVER 3'-6" '/2"0 x 10" HOT DIPPED GALVANIZED ANCHOR BOLTS w/2"x2%1/8" PLATE WASHERS, 4 < AND HEX NUTS. SPACING AS REQUIRED TO MAINTAIN 24" MAX. SPACING TO NEXT ANCHOR BOLT OR THREADED ROD. THREADED ROD SYSTEM AT INTERIOR BEARING WALL THREADED ROD ANCHORING SYSTEM DETAIL SCALE: N.T.S. ADD 1 pc SIMPSON H2.5 UPLIFT CONNECTOR AT TOP AND BOTTOM OF THESE STUDS FRAMING AND STRAPPING AT TYPICAL EXTERIOR DOOR OPENING rq--� DETAIL S-2 SCALE: 1/2" = 1'-0" 0 0 000 o 00 0 0 ONO aM�64"t I I II II II II C II „ II II II I II �� II II II „ II II II I I II I I I I II I ii II II II II II u 0 CON „ , �i „ „ � II �I II �� �i II II II II II II „ II „ „ „ „ I� II II II II „ r- N o HEADER, SEE SCHEDULE AND PLANS ROUGH OPENING SEE ARCHITECTURALS „ o FRAMING AND STRAPPING AT TYPICAL EXTERIOR DOOR OPENING rq--� DETAIL S-2 SCALE: 1/2" = 1'-0" 0 0 000 o 00 0 0 N W E S - 3"x3"x1/4" PLATE 0 WASHER AND HEX NUT H2.5 -1/2"0 THREADED -ROD UPLIFT CONNECTION SYSTEM o -2pcs FULL HEIGHT ° 2"x6" SPF N0.2 ° THREADED ROD STUDS EACH SIDE 00 OF OPENING, SYSTEM DETAILS, MINIMUM. SEE SCHEDULES FRAMING PLAN ° , 1pc 2"x6" SPF NO.2 ° AND NOTES CRIPPLE STUDS EACH ° SIDE OF 3'-1" OPENING, ° OR 2pcs 2"x6" SPF NO.2 °° CRIPPLE STUDS EACH SIDE OF OPENING UP MSTA24 TO 6'- 4" Sm22 3"x3"x1/4" PLATESHEET 22 OF 23 OFFICE COPY AND HEX NUT 12/21/2018 OR COUPLER NUT BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS . JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED 4FL..E 7 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE `ItsWITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND Z OTHER STRUCTURES" MENTIONED IN NOTE 2. .; SIGNATURE IN BLUE INK RAISED SEAL ONO aM�64"t 0 CON r- N N CO 00 Q U o W < W Q U C) 0 rn W Q' W (� C� Q Q W J LL G W (n " LL U W Q o (nQ Wp �-��jmti �QU)Wd- QW WRW5q- � i LL Oo�rn LL C14 W 3 N W E S - 3"x3"x1/4" PLATE 0 WASHER AND HEX NUT H2.5 -1/2"0 THREADED -ROD UPLIFT CONNECTION SYSTEM o -2pcs FULL HEIGHT ° 2"x6" SPF N0.2 ° THREADED ROD STUDS EACH SIDE 00 OF OPENING, SYSTEM DETAILS, MINIMUM. SEE SCHEDULES FRAMING PLAN ° , 1pc 2"x6" SPF NO.2 ° AND NOTES CRIPPLE STUDS EACH ° SIDE OF 3'-1" OPENING, ° OR 2pcs 2"x6" SPF NO.2 °° CRIPPLE STUDS EACH SIDE OF OPENING UP MSTA24 TO 6'- 4" Sm22 3"x3"x1/4" PLATESHEET 22 OF 23 OFFICE COPY AND HEX NUT 12/21/2018 OR COUPLER NUT BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS . JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED 4FL..E 7 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE `ItsWITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND Z OTHER STRUCTURES" MENTIONED IN NOTE 2. .; SIGNATURE IN BLUE INK RAISED SEAL STRUCTURAL NOTES 20sf DESIGN CRITERIA AUGERCAST CONCRETE PILES DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA 1) MINIMUM 16" DIAMETER BUILDING CODE 2017. WIND DESIGN PER ASCE 7-16. NOT 2 MINIMUM TIP ELEVATION -15.00' NAVD �-16.10' NGVD) LOCATED WITHIN WIND BORNE DEBRIS REGION. DESIGNED 3 ADD 7-#5 x 35'-0" w/ #3 TIES AT 12' O.C. AS "ENCLOSED." FLOOD RESISTANT DESIGN AND 4) CONCRETE f'c = 5000 PSI CONSTRUCTION AS PER ASCE 24-14. 5) PILE CAPACITY SHALL BE 50 TONS. LIVE LOADS: AUGERCAST CONCRETE PILE INSPECTION ROOF AND CANOPIES 20 PSF SEE STRUCTURAL SHEET S-3 FLOORS 40 PSF -33.5 -39.0 ELEVATED DECKS 60 PSF REINFORCED CONCRETE DEP DESIGN CRITERIA: ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION COUNTY OF ACI 318 AND ACI 301. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR THE MONU MONUMENT R045 REVIEW AND APPROVAL OF THE STRUCTURAL ENGINEER. 100 YEAR STORM ELEVATION 17.4' NGVD (16.3' NAVD) UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL POSITIVE BE AS FOLLOWS: WAVE CREST HT. -33.0 -38.1 100 YEAR STORM DESIGN 5.5' NGVD (4.4' NAVD) SLABS ON GRADE CENTERED FOUNDATIONS 3>o GRADE GRADE BEAMS AND PILE CAPS 3" WIND LOAD DESIGN CRITERIA ASCE7-16 ELEVATED STRUCTURAL CONCRETE BEAMS 2" 90sf STRUCTURAL COLUMNS 211 BASIC WIND SPEED 130 MPH ELEVATED STRUCTURAL CONCRETE SLABS 2" IMPORTANCE FACTOR 1.0 SUCTION OCCUPANCY CATEGORY II (RESIDENTIAL) ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. ALL WELDED WIRE RISK CATEGORY. II FABRIC SHALL CONFORM TO ASTM A185. EXPOSURE 'D' SUCTION MEAN ROOF HEIGHT 35.0 FT ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. ROOF PITCH 8/12 (33.69 DEGREES) -31.5 -35.0 INTERNAL PRESSURE COEFICIENT ENCLOSED +0.18/-0.18 ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED COMPONENT AND CLADDING AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES WINDOW/DOOR PRESURE SEE SCHEDULE ON AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF STANDARD SHEET S-23 PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. BAR SUPPORTS ALLOWABLE UNIT STRESSES SHALL BE PLASTIC DIPPED AFTER FABRICATION. CONCRETE: (PER ACI 318) ALL REINFORCING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST #10447.19 EDITION OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETER'S, U.O.N. CONCRETE: ALL WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) MESH PANELS AND TIED SECURELY. AUGERCAST PILES f'c = 5000 PSI WHERE REQUIRED, DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING, U.O.N. CONCRETE PILE CAPS f'c = 5000 PSI #11468.23 CONCRETE GRADE BEAMS f'c = 5000 PSI SUPPORT BARS SHALL BE #5 OR GREATER, AND NOT SPACED MORE THAN 48" O.C. FOUNDATIONS f'c = 5000 PSI A MINIMUM OF THREE (3) SUPPORT BARS AND THREE (3) INDIVIDUAL CHAIRS FOR STRUCTURAL SLABS f'c = 5000 PSI EACH SUPPORT BAR SHALL BE PROVIDED FOR TOP BARS. ELEVATED STRUCTURAL SLABS f'c = 5000 PSI (NOTE: INSTALL OVERFRAMING ELEVATED STRUCTURAL BEAMS f'c = 5000 PSI SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE TH�NN STRUCTURAL COLUMNS f'c = 3000 PSI 1'-6" PAST OUTERMOST CHAIR OR SUPPORT BAR. CMU CONCRETE FILL f'c = 3000 PSI SHORING AND RE -SHORING SLABS ON GRADE (NON STRUCTURAL) f'c = 3000 PSI 14-SDS'/4 "Ox2" SCREWS THE FORMWORK, SHORING, AND RESHORING SYSTEM SHALL BE DESIGNED IN CONCRETE MAXIMUM WATER CEMENT RATIO: ACCORDANCE WITH ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORMING.' FOUNDATIONS AND STRUCTURAL SLABS 0.40 CURING COMPOUND 8" CMU CONCRETE FILL 0.60 FLORIDA ELEVATED STRUCTURAL SLABS 0.55 CLEAR, WATERBORNE, MEMBRANE-FORMIN CURING COMPOUND: ASTM C 309, T't PE 1, ELEVATED STRUCTURAL BEAMS 0.55 CLASS B, 18 TO 25 PERCENT SOLIDS, NON -DISSIPATING, CERTIFIED BY CURING AND COMPOUND MANUFACTURER TO NOT INTERFERE WITH BONDING OF FLOOR COVERING. STRUCTURAL COLUMNS 0.55 VAPOR BARRIER REINFORCMENT ASTM A615 - GRADE 60 (2)HTS24C, SEE DETAIL 2/S-10 WELDED WIRE FABRIC ASTM A185 VAPOR BARRIER TO BE 6 MIL POLYETHYLENE SHEET PLACED ON UNDISTURBED.3OIL. MASONRY fm = 1500 PSI VAPOR BARRIER UNDER SLAB ON GRADE IF REQUIRED, IF SLAB WILL HAVE FLOOR _ COVERING APPLIED, PLACED ON COMPACTED GRAVEL WITH 3/4" TO 1%" OF DAMP STRUCTURAL STEEL: (PER AISC) SAND BETWEEN POLYETHYLENE VAPOR BARRIER AND CONCRETE. STEEL BOLTS ASTM A325 FLOOR TRUSSES: STAINLESS STEEL BOLTS AISI 304 ELEVATED COVERED BALCONY SLAB CORROSION INHIBITOR TUBE STEEL COLUMNS ASTM A46 SHALL HAVE THE MANUFACTURER ALL OTHER STEEL ASTM A36 CONCRETE PLACED IN ELEVATED CONCRETE BEAMS AND SLABS SHALL CONTAIN DCI -S INTERIOR LVL FLOOR BEAM CORROSION INHIBITOR, AS MANUFACTURED BY W.R. GRACE & CO. OR CONTAIN WELDING ELECTRODES ASTM A-233 E-70XX MCI-2005NS MIGRATORY CORROSION INHIBITOR, AS MANUFACTURED BY CORTEC C FINISH ORPORATION. THE DESIGN MIX THE DESIGN MIX SHALL BE PROPORTIONED TO BE TIMBER: (PER NDS FOR WOOD CONSTRUCTION) COMPATABLE WITH THIS ADMIXTURE WITH RESPECT TO CEMENT CONTENT, AIR CONTENT, STRUCTURAL LUMBER SYP No. 2 OTHER ADMIXTURES, ETC. MAXIMUM WATER -CEMENT RATIO SHALL BE 0.55. THE= STRUCTURAL STUDS SPF No. 2 DOSAGE RATE OF THE MCI-2005NS SHALL BE 1.5 PINTS/CUBIC YARD OF CONCRETE. HARDWARE: REINFORCED CONCRETE TESTING AND INSPECTING: ALL EXPOSED HARDWARE SHALL BE HOT DIPPED THE CONTRACTOR SHALL ENGAGE A QUALIFIED TESTING AND INSPECTING AGENCY GALVANIZED. BOLTS SHALL MEET REQUIREMENTS TO PERFORM TESTS AND INSPECTIONS AND TO SUBMIT REPORTS. OF ASTM A-325, TYPE I, AND HOT DIPPED (1)LUS28 GALVANIZED IN ACCORDANCE WITH ASTM A-153. INSPECTIONS SHALL INCLUDE VERIFYING THE USE OF THE REQUIRED CONCRETE NUTS SHALL MEET THE REQUIREMENTS OF ASTM MIX DESIGN. A-563, GRADE DH, AND HOT DIPPED GALVANIZED WALL STUDS: IN ACCORDANCE W/ ASTM A-153. ALL EXPOSED INSPECTIONS SHALL INCLUDE VERIFYING THE SPECIFIED CONCRETE STRENGTH HAS WASHERS, AND HARDWARE SHALL BE HOT DIPPED BEEN ACHIEVED BEFORE REMOVAL OF SHORES AND FORMWORK AT THE ELEVATED GALVANIZED (UNO). SLABS AND BEAMS. EPDXY ADHESIVE: CONCRETE TESTING OF COMPOSITE SAMPLES OF FRESH CONCRETE OBTAINED SIMPSON STRONG -TIE "SET" ACCORCING TO ASTM C 172 SHALL BE PERFORMED ACCORDING TO THE TWO COMPONENT EPDXY ADHESIVE FOLLOWING REQUIREMENTS: SOIL BEARING PRESSURE: SEE REPORT OF GEOTECHNICAL EXPLORATION FOR 1711 BEACH AVENUE, BY LEGACY ENGINEERING, INC., DATED JUNE 28, 2018, LEGACY PROJECT NO. 18-1143 SHOP DRAWINGS: THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER AND PROJECT ARCHITECT AS FOLLOWS: • REINFORCING STEEL FOR CONCRETE • CONCRETE MIX DESIGNS • PREENGINEERED FLOOR TRUSSES AND ROOF TRUSSES THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS FOR THIS PROJECT IS FOR COMPLIANCE WITH THE DESIGN CONCEPT AND FOR GENERAL COMPLIANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS COMMENTS REGARDING THESE SUBMITTALS DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING THE WORK IN A SAFE AND SATISFACTORY MANNER. SUBMIT ELECTRONIC PDF FILES WITH TRANSMITTAL FORMS FOR REVIEW. PDF FILES WITH MARK-UPS AND COMMENTS WILL BE RETURNED UPON COMPLETION OF THE REVIEW. HARD COPIES OF THE SHOP DRAWINGS WILL NOT BE PRINTED AND RETURNED. 1. TESTING FREQUENCY: OBTAIN AT LEAST ONE COMPOSITE SAMPLE FOR EACH � 100 CYD OR FRACTION THEREOF OF EACH CONCRETE MIXTURE PLACED EACH DA,Y. WHEN FREQUENCY OF TESTING WILL PROVIDE FEWER THAN FIVE COMPRESSIVE -STRENGTH TESTS FOR EACH CONCRETE MIXTURE, TESTING SHALL BE CONDUCTED FROM AT LEAST FIVE RANDOMLY SELECTED BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE ARE USED. 2. SLUMP TEST: ASTM C 143/C 143M; ONE TEST AT POINT OF PLACEMENT FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE. PERFORM ADDITIONAL SLUMP TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE. 3. AIR CONTENT: ASTM C 231, PRESSURE METHOD, FOR NORMAL WEIGHT CONCRETE; ONE TEST FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE. 4. CONCRETE TEMPERATURE: ASTM C 1064/C 1064M; ONE TEST HOURLY WHEN AIR TEMPERATURE IS 80 DEGREES OR ABOVE AND ONE TEST FOR EACH COMPOSITE SAMPLE. 5. COMPRESSION TEST SPECIMENS: ASTM C 31/C 31M. CAST AND LABORATORY CURE ONE SET OF TWO STANDARD 6"x12" CYLINDER SPECIMENS FOR EACH COMPOSITE SAMPLE. 6. COMPRESSIVE STRENGTH TESTS; ASTM C 39/C 39M; TEST ONE LABRATORY-CURED SPECIMEN AT 7 DAYS AND ONE AT 28 DAYS. MASONRY ALL EXTERIOR LOAD BEARING WALLS, BREAK -AWAY WALLS, AND COLUMNS/PIERS SHALL BE COMPOSED OF ASTM C90, GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH ASTM C270, TYPE "S" MORTAR. ALL EXTERIOR CMU WALLS SHALL BE REINFORCED FULL HEIGHT IN A GROUT FILLED CELL WITH 1#5 AT: • EACH CORNER, WALL ENDS, WALL INTERSECTIONS, • EACH SIDE OF CONTROL JOINTS • AND AT A MAXIMUM SPACING OF 3'-4" O.C. AT THE FIRST LEVEL, 10'-4" MAIN HOUSE • AND AT A MAXIMUM SPACING OF 3'-4" O.C. AT THE GARAGE WALLS LAP VERTICAL BARS 48 DIAMETERS WITH WIRE TIES. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH CONCRETE GROUT IN 5'-0"MAXIMUM LIFTS. DO NOT BEGIN PLACEMENT OF GROUT UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED. ALL PRECAST OR POURED LINTELS SHALL BE REINFORCED AS PER DETAIL 10/S-8 AND HAVE A MINIMUM MASONRY END BEARING OF 8". MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530.1. WOOD_ TRUSSES TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS INDICATING ACTUAL TRUSS LAYOUT, DESIGN, WIND UPLIFT AT BEARING LOCATIONS, NUMBER AND TYPES OF TRUSSES, ETC. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A REGISTERED FLORIDA PROFESSIONAL ENGINEER. TRUSS MANUFACTURER SHALL COORDINATE AND VERIFY ALL TRUSS DIMENSIONS AND DESIGNS WITH ARCHITECT'S DRAWINGS. ROOF FRAMING PLAN AND TRUSS TYPES ARE DIAGRAMATIC AND ARE INTENDED TO INDICATE DESIGN CONCEPT ONLY FOR ROOF CONFIGURATION. ROOF TRUSSES SHALL BE DESIGNED FOR END OR INTERIOR ZONE UPLIFT PRESSURES AS APPLICABLE. UPLIFT FOR INTERIOR ZONE TRUSSES SHALL BE COMPUTED USING INTERIOR ZONE PRESSURES. ROOF TRUSS DESIGN CRITERIA LIVELOAD......................................................20 PSF MIN. TOP CHORD DEAD LOAD - STANDING SEAM METAL ROOF ........ 10 PSF WIND UPLIFT .......................................... . PER ASCE 7-16 BRACE BOTTOM CHORD AS INDICATED FOR WIND UPLIFT. COORDINATE ROOF TRUSS LOCATIONS WITH PLUMBING WALLS AND HVAC EQUIPMENT SO AS TO AVOID CONFLICTS. SEE MECHANICAL DRAWINGS FOR EXACT LOCATIONS OF DUCTS, STACKS, PIPES, ETC. SUPPLEMENTARY NOTES VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. COORDINATE OPENINGS, SLEEVES, AND EMBEDDED ITEMS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE CONTRACT DOCUMENTS. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. AREA INTERIOR ENDZONE AREA INTERIOR ENDZONE AREA INTERIOR ENDZONE DESIGN WIND PRESSURES DESIGN WIND PRESSURES FOR WINDOWS/DOORS (PSF) (END ZONE = 4'-0") Kc, = 0.85 1Osf 20sf 30sf 40sf POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION +33.7 +33.7 -36.5 -45.1 +32.2 +32.2 -35.0 -42.1 +31.3 +31.3 -34.1 -40.3 +30.7 +30.7 -33.5 -39.0 50sf 60sf 70sf 80sf POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION +30.2 +30.2 -33.0 -38.1 +29.8 +29.8 -32.6 -37.3 +29.4 +29.4 -32.3 -36.6 +29.1 +29.1 -32.0 -36.0 90sf 100sf 110sf 120sf POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION +28.9 +28.9 -31.7 -35.5 +28.6 +28.6 -31.5 -35.0 +28.4 +28.4 -31.3 -34.6 +28.2 +28.2 -31.1 -34.2 THE DESIGN OF THE FASTENING OF THE WINDOWS/DOORS TO THE WALL FRAMING/BUCKS IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER/SUPPLIER AND SHALL MEET THE WINDOW/DOOR DESIGN WIND PRESSURES. MAIN HOUSE UPLIFT CONNECTOR SCHEDULE 00Q UPLIFT CONNECTORS SUPPORT SIMPSON CONNECTOR TYPICAL UPPER ROOF PR H2.5A 10-8dx11/2" COMMON TRUSS: FLORIDA PRODUCT APPROVAL #10456.12 A35 12-8dx1'/2" HEADER BEAM FLORIDA PRODUCT APPROVAL #10446.4 MTS12 14-1Odx11/2" (1)THA29 HANGER AND (2)A35 FLORIDA PRODUCT APPROVAL #10456.33 MSTA24 18-10d (EO3, H01) FLORIDA PRODUCT APPROVAL #10852.9 HTS24 20-1Odx11/2" DOUBLE TOP PLATE FLORIDA PRODUCT APPROVAL #10456.24 CS16 22-10d (2)MTS12 AND (1)MSTA24 © 48" O.C. FLORIDA PRODUCT APPROVAL #10852.1 SPH6 10-8d TYPICAL CONVENTIONAL R FLORIDA PRODUCT APPROVAL #10456.47 LUS28 10-10d HEADER BEAM FLORIDA PRODUCT APPROVAL #10655.113 THA29 16-10d AND 4-10d FLORIDA PRODUCT APPROVAL #10447.19 THA426 20-10d AND 6-16d FLORIDA PRODUCT APPROVAL #11468.23 ABU66 5/8"0 X10" THREADED ROD FLORIDA PRODUCT APPROVAL #10849.6 (NOTE: INSTALL OVERFRAMING AND 12-16d W/ 1"0 WASHER AT EACH I TERSECTION) LOWER EXPOSED BRACKET ROOF FRAMING: CBSQ66 14-SDS'/4 "Ox2" SCREWS #ER -5952 MASTER BALCONY ROOF FRAMING MGT 5/,,"0 X12" THREADED ROD FLORIDA PRODUCT APPROVAL #11470.7 6"x6" POST AND 22-16d SOUTH BALCONY ROOF FRAMING ROOF HEADER BEAM "SET" EPDXY (2)HTS24C, SEE DETAIL 2/S-10 FLORIDA PRODUCT APPROVAL #11506.4 (1)ABU66, SEE DETAIL' 1 /S-10 FLOOR FRAMING: ALL SIMPSON CONNECTORS FLOOR TRUSSES: DOUBLE TOP PLATE (1)H2.5A, SEE SECTION 4/S-14 SHALL HAVE THE MANUFACTURER (1)H2.5A, SEE SECTION 5/S-14 INTERIOR LVL FLOOR BEAM (1)H2.5A, SEE SECTION 5/S-14, SIMILAR APPLIED "ZMAX" FINISH (F1-11) FLOOR GIRDER F1-13 (1)THA426, SEE SECTION 3/S-15 MAIN HOUSE UPLIFT CONNECTOR SCHEDULE 00Q MEMBER SUPPORT SIMPSON CONNECTOR TYPICAL UPPER ROOF PR ENGINEERED ROOF TRUSSES: Q COMMON TRUSS: DBL TOP PLATE (2)MTS12, SEE SECTION 1/S-15, N W N M Q AND DETAIL 1/S-21 =o HEADER BEAM (2)MTS12 (A02, G02) BALCONY HEADER BEAM (2)MTS12, SEE DETAIL 4/S-21 (D02) GIRDER TRUSS (EO3) (1)THA29 HANGER AND (2)A35 U�U)O0) SEE DETAIL 5/S-21 GIRDER TRUSS: SUPPORT STUDS (4)HTS24, SEE DETAIL 3/S-21 (EO3, H01) < GIRDER TRUSS E03: GIRDER TRUSS H01: SPECIFIED HANGER AND (4)A35 GABLE END TRUSS: DOUBLE TOP PLATE (2)MTS12 AND (1)MSTA24 © 48" O.C. (EO1, K01, K03) W SEE SECTION 1/S-14 (AO1) BALCONY HEADER BEAM (2)MTS12 AND (1)MSTA24 © 48" O.C. r1UU)Qo SEE SECTION 1 /S-16 2"x8" OUTLOOKER: DBL TOP PLATE (1)H2.5, SEE SECTION 1/S-14 TYPICAL CONVENTIONAL R OF FRAMING J Q� COMMON RAFTER: DBL TOP PLATE (2)MTS12, SEE SECTION 1/S-17 Q3 HEADER BEAM (2)MTS12 RIDGE BEAM (2)A35, SEE SECTION 1/S-17 WALL LEDGER (2)A35, SEE SECTION 1/S-18 2"x8" OUTLOOKER: DBL TOP PLATE (1)H2.5, SEE SECTION 5/S-17 RIDGE BEAM: DBL TOP PLATE (2)HTS24 LL ROOF TRUSS SPECIFIED HANGER TYPICAL CONVENTIONAL R OF OVERFRAMING: OVERFRAMING RAFTER: LEDGER SEE DETAIL 6/S-21 RIDGE BEAM �1�H2.5A, 1 A35, SEE DETAIL 7/S-21 (NOTE: INSTALL OVERFRAMING LEDGER BOARD TO LOWER ROOF TRUSSES w/ 2 ROWS #10 x 33/4" DECK SCREW W/ 1"0 WASHER AT EACH I TERSECTION) LOWER EXPOSED BRACKET ROOF FRAMING: SEE SHEET S-20 FOR SPECIAL CONCEALED CONNECTIO S MASTER BALCONY ROOF FRAMING ROOF HEADER BEAM 6"X6" POST (2)HTS24C SUPPORT STUDS (2)HTS24C 6"x6" POST CONCRETE SLAB/BEAM (1)CBSQ66, SEE DETAIL 3/S-9 SOUTH BALCONY ROOF FRAMING ROOF HEADER BEAM 6"X6" POST (2)HTS24C, SEE DETAIL 2/S-10 SUPPORT STUDS AND DETAIL 3/S-10 6"x6" POST CONCRETE SLAB/BEAM (1)ABU66, SEE DETAIL' 1 /S-10 FLOOR FRAMING: FLOOR TRUSSES: DOUBLE TOP PLATE (1)H2.5A, SEE SECTION 4/S-14 INTERIOR HEADER BEAM (1)H2.5A, SEE SECTION 5/S-14 INTERIOR LVL FLOOR BEAM (1)H2.5A, SEE SECTION 5/S-14, SIMILAR FLUSH FLOOR BEAM (1)THA426, SEE DETAIL 2/S-14 (F1-11) FLOOR GIRDER F1-13 (1)THA426, SEE SECTION 3/S-15 FLOOR BEAMS: SUPPORT STUDS (2)HTS24 (BM1, BM3, BM5, BM6) TOP OF 8" CMU WALL (1)MGT (AND BM7) STAIR FLOOR JOISTS: 2"x8" WALL LEDGER (1)LUS28 UPPER EXTERIOR WALLS UTILIZING CONVENTIONAL STRA S DOUBLE TOP PLATE: WALL STUDS (1)SPH6 © 16" O.C. WALL STUDS: LOWER FRAMING (1)CS16 © 32" O.C. WINDOW/DOOR HEADERS (INTERIOR AND EXTERIOR IF THREADED ROD SYSTEM N T USED) HEADER TO 3'-0" JACK STUDS (1)MSTA24 EACH SIDE HEADER 3'-0" TO 6'-0" JACK STUDS (2)MSTA24 EACH SIDE HEADER 6'-0" TO 9'-0" JACK STUDS (3)MSTA24 EACH SIDE 8" CMU WALL SYSTEM: 2"x8" TOP PLATE: 8" CMU WALL '/2 "0 x 12" HOT DIPPED GALVANIZED ANCHOR BOLT w/ 2"x2"x'/$" PLATE WASHER, AND HEX NUTS © 24" O.C. INTERIOR BEARING WALLS UTILIZING THE THREADED ROE SYSTEM DBL TOP PLATE 2"x4"/2"x6" STUDS 1/20 THREADED ROD © 48" O.C. BOTTOM SILL PLATE GRADE BEAM FOUNDATION '/2"0 x 10" ANCHOR BOLT w/ 2%2%1/8" PLATE WASHER, COUPLER NUT, AND HEX NUTS 24" O.C. AND 1/2"0 THREADED RODS ° coo° ,0 a° 0 0 o° 0 U ° ° O o 00 ° H2.5A A35 MTS12 ° ° ° 0 0 ° ° 0 o° ° ° ° ° HTS24 MSTA24 CS16 m m .m ° 0 0: f SPH6 CBSQ66^` SPECIAL ORDER STAINLESS STEEL ABU66 ° U °°° .0 ° o ° ° o ° o ° o ° ° o 0 0 0 6 LUS28 THA29 MGT mg 9 Wo % NAM 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES' TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES' MENTIONED IN NOTE 2. 1 U� 00Q 0-c`'��N�t � L W EnQ aU 2 Q W O Q c o I- Uop r r N W N M Q o O =o SNF-pcI W u U�U)O0) i a U) < Lu LL D W W U) W W V� LL U r1UU)Qo Wr- U) W Q p p J Q� m W ti Q3 WEWpd- -'2 0 o P' rn LL ) LL N UJ 1 U� Q w� �o Q � L W EnQ aU 2 Q W O w m m 0 �- ^Z T J Q O U W N WOE S SCALE: 3/4" = 1'-0" 1' 2' STRUCTURAL NOTES, SCHEDULES, AND DETAILS Sm23 SHEET 23 OF 23 12/21/2018 BUILDING PERMIT ISSUE CHRISTOPHER C. KATHE, INC. CONSULTING STRUCTURAL ENGINEER 420 OSCEOLA AVENUE JACKSONVILLE BEACH, FLORIDA 32250 (808)217-4707 cckathe@gm '.com P.E. 36820 79 SIGNATURE IN BLUE INK RAISED SEAL